Practical Design to Eurocode 2. The webinar will start at 12.30

Practical Design to Eurocode 2 The webinar will start at 12.30

Course Outline Lecture Date Speaker Title 1 21 Sep Jenny Burridge Introduction, Background and Codes 2 28 Sep Charles Goodchild EC2 Background, Materials, Cover and effective spans 3 5 Oct Paul Gregory Bending and Shear in Beams 4 12 Oct Charles Goodchild Analysis 5 19 Oct Paul Gregory Slabs and Flat Slabs 6 26 Oct Charles Goodchild Deflection and Crack Control 7 2 Nov Paul Gregory Columns 8 9 Nov Jenny Burridge Fire 9 16 Nov Paul Gregory Detailing 10 23 Nov Jenny Burridge Foundations

Foundations Lecture 10 23 rd November 2017

Lecture 9 Exercise Lap length for column longitudinal bars

Column lap length exercise Design information H25 s C40/50 concrete 400 mm square column 45mm nominal cover to main bars Longitudinal bars are in compression Maximum ultimate stress in the bars is 390 MPa Lap Exercise: Calculate the minimum lap length using EC2 equation 8.10: H32 s

Column lap length exercise Procedure Determine the ultimate bond stress, f bd EC2 Equ. 8.2 Determine the basic anchorage length, l b,req EC2 Equ. 8.3 Determine the design anchorage length, l bd EC2 Equ. 8.4 Determine the lap length, l 0 = anchorage length x α 6

Model Answers Lap length for column longitudinal bars

Column lap length exercise Design information H25 s C40/50 concrete 400 mm square column 45mm nominal cover to main bars Longitudinal bars are in compression Maximum ultimate stress in the bars is 390 MPa Lap Exercise: Calculate the minimum lap length using EC2 equation 8.10: H32 s

Column lap length exercise Procedure Determine the ultimate bond stress, f bd EC2 Equ. 8.2 Determine the basic anchorage length, l b,req EC2 Equ. 8.3 Determine the design anchorage length, l bd EC2 Equ. 8.4 Determine the lap length, l 0 = anchorage length x α 6

Solution - Column lap length Determine the ultimate bond stress, f bd f bd = 2.25 η 1 η 2 f ctd EC2 Equ. 8.2 η 1 = 1.0 Good bond conditions η 2 = 1.0 bar size 32 f ctd = α ct f ctk,0,05 /γ c EC2 cl 3.1.6(2), Equ 3.16 α ct = 1.0 γ c = 1.5 f ctk,0,05 = 0.7 x 0.3 f ck 2/3 EC2 Table 3.1 = 0.21 x 40 2/3 = 2.456 MPa f ctd = α ct f ctk,0,05 /γ c = 2.456/1.5 = 1.637 f bd = 2.25 x 1.637 = 3.684 MPa

Solution - Column lap length Determine the basic anchorage length, l b,req l b,req = (Ø/4) ( σ sd /f bd ) EC2 Equ 8.3 Max ultimate stress in the bar, σ sd = 390 MPa. l b,req = (Ø/4) ( 390/3.684) = 26.47 Ø For concrete class C40/50

Solution - Column lap length Determine the design anchorage length, l bd l bd = α 1 α 2 α 3 α 4 α 5 l b,req l b,min Equ. 8.4 l bd = α 1 α 2 α 3 α 4 α 5 (26.47Ø) For concrete class C40/50 For bars in compression α 1 = α 2 = α 3 = α 4 = α 5 = 1.0 Hence l bd = 26.47Ø

Solution - Column lap length Determine the lap length, l 0 = anchorage length x α 6 All the bars are being lapped at the same section, α 6 = 1.5 A lap length is based on the smallest bar in the lap, 25mm Hence, l 0 = l bd x α 6 l 0 = 26.47 Ø x 1.5 l 0 = 39.71 Ø = 39.71 x 25 l 0 = 993 mm

Foundations

Outline Week 10, Foundations We will look at the following topics: Eurocode 7: Geotechnical design Partial factors, spread foundations. Pad foundation Worked example & workshop Retaining walls Piles

Eurocode 7 Eurocode 7 has two parts: Part 1: General Rules Plus NA Part 2: Ground Investigation and testing Plus NA 6 (p43 et seq)

Eurocode 7 How to 6. Foundations The essential features of EC7, Pt 1 relating to foundation design are discussed. Note: This publication covers only the design of simple foundations, which are a small part of EC7. It should not be relied on for general guidance on EC7.

Limit States The following ultimate limit states apply to foundation design: EQU: Loss of equilibrium of the structure STR: Internal failure or excessive deformation of the structure or structural member GEO: Failure due to excessive deformation of the ground UPL: Loss of equilibrium due to uplift by water pressure HYD: Failure caused by hydraulic gradients

Categories of Structures Category Description 1 Small and relatively simple structures 2 Conventional types of structure no difficult ground Risk of geotechnical failure Negligible No exceptional risk Examples from EC7 None given Spread foundations 3 All other structures Abnormal risks Large or unusual structures

EC7 ULS Design EC7 provides for three Design Approaches UK National Annex - Use Design Approach 1 DA1 For DA1 (except piles and anchorage design) there are two sets of combinations to use for the STR and GEO limit states. Combination 1 generally governs structural resistance Combination 2 generally governs sizing of foundations

STR/GEO ULS Actions partial factors Combination 1 Permanent Actions Leading variable action Accompanying variable actions Unfavourable Favourable Main Others Exp 6.10 1.35G k 1.0G k 1.5Q k 1.5ψ 0,i Q k Exp 6.10a 1.35G k 1.0G k 1.5ψ 0,1 Q k 1.5ψ 0,i Q k Exp 6.10b 1.25G k 1.0G k 1.5Q k 1.5ψ 0,i Q k Combination 2 Exp 6.10 1.0G k 1.0G k 1.3Q k 1.3ψ 0,i Q k Notes: If the variation in permanent action is significant, use G k,j,sup and G k,j,inf If the action is favourable, γ Q,i = 0 and the variable actions should be ignored

Factors for EQU, UPL and HYD Limit state Permanent Actions Variable Actions Unfavourable Favourable Unfavourable Favourable EQU 1.1 0.9 1.5 0 UPL 1.1 0.9 1.5 0 HYD 1.35 0.9 1.5 0

Partial factors material properties Parameter Angle of shearing resistance Symbol Combination 1 Combination 2 EQU γ φ 1.0 1.25 1.1 Effective cohesion γ c 1.0 1.25 1.1 Undrained shear strength γ cu 1.0 1.4 1.2 Unconfined strength γ qu 1.0 1.4 1.2 Bulk density γ γ 1.0 1.0 1.0

Geotechnical Report The Geotechnical Report should: be produced for each project (if even just a single sheet) contain details of: the site, interpretation of ground investigation report, geotechnical recommendations, advice Foundation design recommendations should state: bearing resistances, characteristic values of soil parameters and whether values are SLS or ULS, Combination 1 or Combination 2 values

Spread Foundations EC7 Section 6 Three methods for design: Direct method check all limit states: Load and partial factor combinations (as before) q ult =c N c s c d c i c g c b c + q N q s q d q i q g q b q +γ BN γ s γ d γ i γ g γ b γ /2 where c = cohesion q = overburden γ = body-weight N i = bearing capacity factors s i = shape factors d i = depth factors i i = inclination factors g i = ground inclination factors b i = base inclination factors We just bung it in a spreadsheet Settlement often critical See Decoding Eurocode 7 by A Bond & A Harris, Taylor & Francis

Spread Foundations EC7 Section 6 Three methods for design: Direct method check all limit states Indirect method experience and testing used to determine SLS parameters that also satisfy ULS Prescriptive methods use presumed bearing resistance (BS8004 quoted in NA). Used in subsequent slides).

Spread Foundations Design procedures in:

Fig 6/1 (p46) Procedure for depth of spread foundations

Pressure distributions SLS pressure distributions ULS pressure distribution

Load cases EQU : 0.9 G k + 1.5 Q k (assuming variable action is destabilising e.g. wind, and permanent action is stabilizing) STR : 1.35 G k + 1.5 Q k (Using (6.10). Worse case of Exp (6.10a) or (6.10b) could be used)

Plain Concrete Strip Footings & Pad Foundations: Cl. 12.9.3, Exp (12.13) 0,85 h a F (3σ gd /f ctd,pl ) where: σ gd is the design value of the ground pressure as a simplification h f /a 2 may be used a a h F b F

Plain Concrete Strip Footings & Pad Foundations C16/20 C20/25 C25/30 C30/37 allowable pressure σ gd h F /a h F /a h F /a h F /a 50 70 0.65 0.60 0.55 0.52 100 140 0.92 0.85 0.78 0.74 150 210 1.12 1.04 0.95 0.90 200 280 1.29 1.21 1.10 1.04 250 350 1.45 1.35 1.23 1.17 e.g. cavity wall 300 wide carrying 80 kn/m onto 100 kn/m 2 ground: b f = 800 mm a = 250 mm h f = say assuming C20/25 concrete 0.85 x 250 = 213 say 225 mm a b F a h F

Reinforced Concrete Bases Check critical bending moments at column faces Check beam shear and punching shear For punching shear the ground reaction within the perimeter may be deducted from the column load

Pad foundation Worked example

Worked Example Design a square pad footing for a 350 350 mm column carrying G k = 600 kn and Q k = 505 kn. The presumed allowable bearing pressure of the non-aggressive soil is 200 kn/m 2. Answer: Category 2. So using prescriptive methods: Base area: (600 + 505)/200 = 5.525m 2 => 2.4 x 2.4 base x 0.5m (say) deep.

Worked Example Use C30/37 concrete Loading = 1.35 x 600 + 1.5 x 505 = 1567.5 kn ULS bearing pressure = 1567.5/2.4 2 = 272 kn/m 2 Critical section at face of column M Ed = 272 x 2.4 x 1.025 2 / 2 = 343 knm d = 500 50 16 = 434 mm K = 343 x10 6 /(2400 x 434 2 x30) = 0.025

Worked Example z = 0.95d = 0.95 x 434 = 412mm A s = M Ed /f yd z = 343 x 10 6 / (435 x 412) = 1914mm 2 Provide 10H16 @ 250 c/c b.w (2010 mm 2 ) (804 mm 2 /m) Beam shear: Check critical section d away from column face V Ed = 272 x (1.025 0.434) = 161kN/m v Ed = 161 / 434 = 0.37MPa ρ = 2010/ (434 x 2400) = 0.0019 = 0.19% v Rd,c (from table) = 0.42MPa => beam shear ok. 6/Table 6 (p47) Concise Table 15.6

Worked Example Punching shear: Basic control perimeter at 2d from face of column v Ed = βv Ed / u i d < v Rd,c β = 1, u i = (350 x 4 + 434 x 2 x 2 x π) = 6854mm V Ed = load minus net upward force within the area of the control perimeter) = 1567.5 272 x (0.35 2 + π x.868 2 +.868 x.35 x 4) = 560kN v Ed = 0.188 MPa; v Rd,c = 0.42 (as before) => ok

Retaining Walls Chapter 9

Ultimate Limit States for the design of retaining walls

Calculation Model A Rankine theory Model applies if b h h a tan (45 - ϕ d /2)

Calculation Model B Inclined virtual plane theory Model applies to walls of all shapes and sizes

General Model A Model B 2 B L 2 b b L b b B b B t W b H W b s t s t s h k,c b b k,c s s = + = = γ = γ = B L 2 b b b L 2 tan b H b W tan b H t h vp h s t f k,f h h f h b = Ω =β + + γ β + = β + + = General expressions

Overall design procedure 9 (Figure 4)

Initial sizing b s t b h/10 to h/15 B 0.5h to 0.7h b t B/4 to B/3

Overall design procedure 9 (Figure 4)

9 (Figure 6) Figure 6 for overall design procedure

Soil Densities Ex Concrete Basements

Design value of effective angle of shearing resistance, φ d tan φ d = tan (φ k /γ φ ) where φ k = φ max for granular soils and = φ for clay soils, φ max and φ are as defined as follows γ φ = 1.0 or 1.25 dependent on the Combination being considered. Ex Concrete Basements

Angle of shearing resistance Granular Soils Estimated peak effective angle of shearing resistance, φ max = 30 + A + B + C Estimated critical state angle of shearing resistance, φ crit = 30 + A + B, which is the upper limiting value. Ex Concrete Basements

Clay soils Long term Granular Soils Ex Concrete Basements

Calcs Material properties & earth pressures 9 (Panel 2) 9 Panel 2 (p71) 2

Overall design procedure 9 (Figure 4)

9 (Figure 7) Design against sliding (Figure 7)

Sliding Resistance 9 (Panel 3)

Overall design procedure 9 (Figure 4)

Design against Toppling 9 (Figure 9)

Overall design procedure 9 (Figure 4)

Design against bearing failure 9 (Figure 10)

Expressions for bearing resistance 9 (Panel 4,Figure 11)

Overall design procedure 9 (Figure 4)

Structural design 9 (Figure 13)

Remember: Load and Partial Factor Combinations Parameter Symbol Comb. 1 Comb. 2 Actions Permanent action : unfavourable γ G,unfav 1.35 1.0 Permanent action: favourable γ G,fav 1.00 1.00 Variable action γ Q 1.50 1.30 Soil Properties Angle of shearing resistance γ φ 1.0 1.25 Effective cohesion γ c 1.0 1.25 Undrained shear strength γ cu 1.0 1.4 Unconfined strength γ qu 1.0 1.4 Bulk density γ γ 1.0 1.0

Piles

Flexural and axial resistance of piles Uncertainties related to the cross-section of cast in place piles and concreting procedures shall be allowed for in design In the absence of other provisions, the design diameter of cast in place piles without permanent casing is less than the nominal diameter D nom : D d = D nom 20 mm for D nom < 400 mm D d = 0.95 D nom for 400 D nom 1000 mm D d = D nom 50 mm for D nom > 1000 mm ICE Specification for piling and embedded retaining walls (ICE SPERW) B1.10.2 states The dimensions of a constructed pile or wall element shall not be less than the specified dimensions. A tolerance of 5% on auger diameter, casing diameter, and grab length and width is permissible.

Flexural and axial resistance of piles The partial factor for concrete, γ c, should be multiplied by a factor, k f, for calculation of design resistance of cast in place piles without permanent casing. The UK value of k f = 1.1, therefore γ c,pile = 1.65 If the width of the compression zone decreases in the direction of the extreme compression fibre, the value η f cd should be reduced by 10%

Bored piles Reinforcement should be detailed for free flow of concrete. Minimum diameter of long. reinforcement = 16mm Minimum number of longitudinal bars = 6 [BUT BS EN 1536 Execution of special geotechnical work Bored Piles says 12 mm and 4 bars!] Minimum areas: Pile cross Min area of long. Pile section: A c rebar, A s,bpmin diameters A c 0.5 m 2 0.5% A c < 800 mm 0.5 m 2 < A c 1.0 m 2 2500 mm 2 A c > 1.0 m 2 0.25% A c >1130 mm

Minimum reinforcement Minimum area of reinforcement, A s,bpmin (mm 2 ) 5000 4500 4000 3500 3000 2500 2000 1500 1000 500 0 0 200 400 600 800 1000 1200 1400 1600 Pile diameter, mm

Workshop Design a pad foundation for a 300mm square column taking G k = 600kN, Q k = 350kN. Permissible bearing stress = 225kPa. Concrete for base C30/37. Work out size of base, tension reinforcement and any shear reinforcement.

Workshop Problem Category 2, using prescriptive methods Base size: (G k + Q k )/bearing stress = = _m 2 x base x mm deep (choose size of pad) Use C 30/37 (concrete) Loading = γ g x G k + γ q x Q k = = kn ULS bearing pressure = / 2 = kn/m 2 Critical section at face of column M Ed = x x 2 / 2 = knm d = cover assumed ø = = mm K = M/bd 2 f ck =

Workshop Problem z = d = x = mm Table 15.5 A s = M Ed /f yd z = mm 2 Provide H @ c/c ( mm 2 ) Check minimum steel 100A s,prov /bd = For C30/37 concrete A s,min = OK/not OK Beam shear Check critical section d away from column face V Ed = x = kn/m v Ed = V Ed / d = MPa ρ = / ( x ) = = % v Rd,c (from table) = MPa beam shear OK/not OK. 12.3.1

Workshop Problem Punching shear Basic control perimeter at 2d from face of column v Ed = βv Ed / u i d < v Rd,c β = 1, u i = = mm V Ed = load minus net upward force within the area of the control perimeter) = x ( ) = kn v Ed = MPa; v Rd,c = (as before) => ok/not ok

End of Lecture 10 (and the course!) Emails: pgregory@concretecentre.com cgoodchild@concretecentre.com jburridge@concretecentre.com

Model answer: Workshop Problem Category 2, using prescriptive methods Base size: (600 + 350)/225 = 4.22m 2 2.1 x 2.1 base x 450mm (say) deep Use C30/37 Loading = 1.35 x 600 + 1.5 x 350 = 1335kN ULS bearing pressure = 1335/2.1 2 = 303kN/m 2 Critical section at face of column M Ed = 303 x 2.1 x (1.05-0.15) 2 / 2 = 258kNm d = 450 50 16 = 384mm K = 258 x 10 6 / (2100 x 384 2 x 30) = 0.028

Model answer: Workshop Problem z = 0.95d = 0.95 x 384 = 365mm A s = M Ed /f yd z = 258 x 10 6 / (435 x 365) = 1626mm 2 Provide H16 @ 250 c/c (1688mm 2 ) (804 mm2/m) Check minimum steel 100A s,prov /bd = 100 x 1688 / 2100 / 384 = 0.209 For C30/37 concrete A s,min = 0.151 OK Beam shear Check critical section d away from column face V Ed = 303 x (0.9 0.384) = 156kN/m v Ed = 156 / 384 = 0.41MPa v Rd,c (from table) = 0.44MPa => beam shear ok.

Model answer: Workshop Problem Punching shear Basic control perimeter at 2d from face of column v Ed = βv Ed / u i d < v Rd,c β = 1, u i = (300 x 4 + 384 x 2 x 2 x π) = 6025mm V Ed = load minus net upward force within the area of the control perimeter) = 1335 303 x (0.3 2 + π x.768 2 +.768 x.3 x 4) = 467kN v Ed = 467 x 10 3 /(6025 x 384) = 0.202MPa; v Rd,c = 0.44 (as before) => ok